Connection between Column and Base Plate 1

[azureblue83]

Designing the connection between the column and the base plate. The column is modeled as pin connected at the base. The column is designed for primarily gravity load, but need to resist some shear due to lateral loads.

There are a lot of design guides out there about how to design the base plate and anchor bolt (AISC Design Guide #1 for example), but not much about the connection between the column and the base plate.

I want to simply just weld the column to the base plate, designing the weld size to resist the shear? But would that weld count as fix connecting the column to the base?

Should I use AISC Manual Part 10 regarding Simple Shear Connections? or is this redundant?

 

[KootK]

I see what you mean. Could you point me to the UofA paper Canwest? I could use a better understanding of the base metal check issue.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[canwesteng]

https://www.google.ca/url?sa=t&rct=...=79lFFam0ZVu22jwaxReVsw&bvm=bv.86475890,d.d2s

The main point of the paper is examining multi orientation welds - helped me a lot to understand the M.w factor in S16. But they do conclude the base metal check is too conservative

 

[UtahEngineer]

AISC Code of Standard practice section 6.4.1 limits variation in length 1/16 in for members less than 30 ft long and 1/8 in for more than 30 ft long. This agrees with what Canwesteng said about not getting a substantial gap in AISC approved shops.